CN115690354B - Dynamic control method for shallow tunnel construction based on three-dimensional live-action numerical analysis - Google Patents
Dynamic control method for shallow tunnel construction based on three-dimensional live-action numerical analysis Download PDFInfo
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Abstract
The application discloses a shallow tunnel construction dynamic control method based on three-dimensional live-action numerical analysis, which adopts live-action modeling and three-dimensional geological model construction technology to restore the real geological condition of a tunnel field. Based on the live-action geological model, a numerical analysis method is adopted to calculate the deformation value in the tunnel construction process. In the construction process, the calculation parameters of the numerical model are inverted along with the updating of the monitoring data, so that the stress distribution condition of the shallow tunnel field is accurately calculated. And (3) operating the corrected numerical analysis model, predicting a deformation value of the tunnel at the lower stage, continuously optimizing the numerical analysis model by combining the monitoring data, and early warning in advance, and if the predicted value exceeds the limit and the allowable deviation of the predicted value exceeds the limit, carrying out early warning so as to achieve the dynamic construction control of the shallow tunnel.
Description
Technical Field
The application relates to the technical field of civil engineering, in particular to a three-dimensional terrain model building method of a tunnel field, a three-dimensional geological model building method of the tunnel field, a three-dimensional live-action numerical model building method of the tunnel field, a shallow tunnel construction dynamic control method and a shallow tunnel dynamic construction early warning method.
Background
With the rapid development of highway engineering in China, a plurality of 'world first' are created, wherein tunnel engineering occupies an important position. The surface relief of the mountain shallow tunnel engineering is large, surrounding rock pressure is greatly influenced by the upper embedded depth, surrounding rock is broken, and the like, so that difficulty is brought to safety analysis and early warning in the tunnel construction process.
The shallow-buried tunnel in tunnel engineering has relatively large construction risk, on one hand, a plurality of uncertainties exist in the construction process, the actual condition of a tunnel structure is difficult to control, and on the other hand, the shallow-buried tunnel has the characteristics of shallow-buried depth, broken surrounding rock, large soil layer fluctuation and the like, and difficulty is brought to the design and construction analysis of the shallow-buried tunnel.
Tunnel engineering construction stability analysis is a complex geomechanical problem, and complex tunnel construction deformation is usually calculated by adopting a numerical analysis method. Because the stress mechanism of the load at the upper part of the shallow tunnel is different from that of the deep tunnel, the surrounding rock pressure is determined by the tunnel burial depth and the surrounding rock weight of the upper surface of the tunnel, so that the surrounding rock pressures generated by different tunnel burial depths are also different. Secondly, shallow layers of the shallow-buried tunnel are mostly soil layers, and soil layer distribution is larger along with relief. Meanwhile, surrounding rocks of the shallow tunnel are usually broken, and calculation parameters in numerical analysis are difficult to accurately obtain.
In recent years, three-dimensional live-action modeling technology is increasingly applied to the fields of engineering construction, terrain reconstruction, building restoration and the like. The three-dimensional real-scene modeling technology is also called as image-based three-dimensional reconstruction, and can obtain a three-dimensional model of a real target object by combining a mathematical method and a basic principle of a camera and acquiring hundreds of images, even tens of photos, through various methods. The real-scene modeling technology breaks the limitation of traditional manual modeling, provides a completely brand-new method, and has wide application prospect.
Disclosure of Invention
The application mainly aims to provide a three-dimensional terrain model building method of a tunnel field, a three-dimensional geological model building method of the tunnel field, a three-dimensional live-action numerical model building method of the tunnel field, a shallow tunnel construction dynamic control method and a shallow tunnel dynamic construction early warning method, so as to solve the current problems.
In order to achieve the above object, the present application provides the following techniques:
the application also provides a method for establishing the three-dimensional terrain model of the tunnel field, which comprises the following steps:
acquiring topographic image data of the external environment of the tunnel based on unmanned aerial vehicle oblique photography technology;
importing the topographic image data of the tunnel external environment into live-action modeling software, and preprocessing to obtain a three-dimensional TIN model of a tunnel field;
and carrying out depth numerical processing on the three-dimensional TIN model according to the influence range of tunnel construction and surrounding terrain distribution conditions, converting the three-dimensional TIN model into a file format which can be imported by numerical analysis software, and generating the three-dimensional terrain model of the tunnel field in the numerical analysis software.
As an optional embodiment of the present application, optionally, acquiring topographic image data of an external environment of the tunnel based on the unmanned aerial vehicle oblique photography technology includes:
according to the position of the exit, surveying the site situation, planning the data acquisition range of the unmanned aerial vehicle, and determining the aerial photography height;
laying image control points and obtaining the plane positions and elevation coordinates of the image control points;
planning an unmanned aerial vehicle flight route, and ensuring that shooting coverage can meet the requirements of boundary conditions in numerical analysis;
and (3) utilizing an unmanned aerial vehicle oblique photography technology to shoot a photo image of the topography at the upper part of the tunnel from the orthographic angles and the inclination angles of the four directions, and obtaining the topography image data of the external environment of the tunnel.
As an optional implementation manner of the application, optionally, the topographic image data of the tunnel external environment is imported into live-action modeling software and preprocessed to obtain the three-dimensional TIN model of the tunnel field, which comprises the following steps:
presetting live-action modeling software;
importing the topographic image data of the tunnel external environment into live-action modeling software, processing the topographic image data by using the live-action modeling software, and performing multiple aerial triangulation calculation;
under the condition of no error of aerial triangulation calculation, high-density point clouds are obtained through dense matching through multi-view images, and a three-dimensional TIN model is formed after gridding treatment is carried out on the point clouds.
As an optional implementation manner of the present application, optionally, according to an influence range of tunnel construction and surrounding topography distribution conditions, performing depth numerical processing on the three-dimensional TIN model, converting the depth numerical processing into a file format which can be imported by numerical analysis software, and generating a three-dimensional topography model of the tunnel field in the numerical analysis software according to the depth numerical processing, including:
determining a boundary range of a numerical analysis model according to the influence range of tunnel construction and surrounding terrain distribution;
trimming the three-dimensional TIN model by adopting the boundary range, removing data outside the tunnel excavation influence range, and reconstructing the three-dimensional TIN model;
the three-dimensional TIN model after reconstruction is subjected to format conversion, and is converted into a dxf format file after contour line data are extracted, so that a numerical analysis model is conveniently established; and generating a three-dimensional terrain model of the tunnel field in the numerical analysis software in the format file.
The application also provides a method for establishing the three-dimensional geological model of the tunnel field, which comprises the following steps:
survey borehole point data within a tunnel field is collected,
calculating the spatial position relation between the point to be interpolated and surrounding soil layers of known investigation drilling points based on a preset interpolation algorithm, and obtaining the attribute similarity of the soil layers between the point to be interpolated and the surrounding soil layers;
and according to the soil layer burial depth and thickness of the drilling point, realizing interpolation calculation operation, and generating a three-dimensional geological model of the tunnel field.
As an optional implementation manner of the present application, optionally, according to the soil layer burial depth and thickness of the drilling point, an interpolation calculation operation is implemented, including:
arranging drilling points in a tunnel field into an xlsx format file according to drilling numbers, x-direction coordinates, y-direction coordinates, soil layer types and soil layer burial depths;
changing absolute coordinates of all drilling points into relative coordinates by referring to a coordinate origin in the numerical analysis model;
adopting a layer assistant tool in Midas numerical analysis software to define well-organized drilling information;
and (3) operating a soil layer interpolation tool embedded in Midas to generate a soil layer interface of each soil layer, so as to determine the soil layer information of any point position in the three-dimensional space.
The application also provides a method for establishing the three-dimensional live-action numerical model of the tunnel field, which comprises the following steps:
acquiring a three-dimensional terrain model generated by the three-dimensional terrain model building method of the tunnel field;
according to the buried depth of the tunnel, expanding the three-dimensional terrain model into a three-dimensional entity model according to the influence depth of tunnel construction;
interpolating the solid model by the sorted drilling information to generate a three-dimensional geological model of the tunnel field;
and establishing a tunnel entity model by taking a tunnel excavation contour line as a boundary according to the coordinates of the tunnel hole route and adopting a CAD-format tunnel structure profile importing mode or a direct modeling mode in numerical analysis software.
As an alternative embodiment of the present application, optionally, the method further comprises the steps of:
determining calculation parameters of each structure of the tunnel, preliminarily determining calculation parameters of each soil layer in numerical analysis, and generating a final three-dimensional tunnel numerical analysis model;
applying numerical model constraint to the three-dimensional tunnel numerical analysis model, and dividing numerical grid units;
according to a preset design file, setting a construction analysis step, running a numerical analysis model, and calculating deformation calculated values of each stage in the tunnel excavation process.
The application also provides a dynamic control method for shallow tunnel construction, which comprises the following steps:
acquiring monitoring data of a shallow tunnel construction site;
obtaining the numerical value calculation result obtained by the numerical value analysis calculation;
comparing and analyzing the monitoring data with the numerical calculation result, extracting a tunnel deformation calculation value under the condition of the same construction progress as the site, and manufacturing an excavation length-tunnel deformation trend curve:
if the numerical calculation result is relatively close to the deformation trend curve which is actually monitored, taking the calculation working condition as a prediction model of the subsequent tunnel construction, and taking the numerical calculation result as a prediction value of the subsequent tunnel construction;
if the difference between the numerical calculation result and the actual monitoring is large, combining the broken condition of the excavated face surrounding rock, carrying out reduction or amplification on the calculation parameters, resetting a plurality of groups of calculation parameters until the fitting allowable error of the numerical calculation result and the monitoring trend curve is met, and taking the numerical calculation result under the working condition as a predicted value of a shallow buried section of a subsequent tunnel; and verifying the subsequent monitoring points, and repeating the calculation parameter inversion work if the deviation occurs.
The application also provides a shallow tunnel dynamic construction early warning method based on the shallow tunnel construction dynamic control method, which comprises the following steps:
setting a tunnel deformation predicted value alarm threshold, calculating a deviation alarm threshold and a tunnel deformation monitoring threshold;
when the calculated value of the deformation of the inverted numerical model exceeds the alarm threshold value of the predicted value of the deformation of the tunnel, early warning is carried out in advance, the reason is analyzed, and whether reinforcing measures are needed or not is judged;
when the deviation between the monitored value and the calculated value exceeds the calculated deviation alarm threshold value, early warning and analyzing reasons, and adjusting a calculation model;
and alarming when the monitoring value at the current stage exceeds the tunnel deformation monitoring threshold value, and analyzing an alarming reason.
Compared with the prior art, the application can bring the following technical effects:
based on the embodiment of the application, the three-dimensional live-action model is built by unmanned aerial vehicle oblique photography to reflect the real upper load of the tunnel, and the soil layer distribution of the production field is interpolated by geological drilling. Meanwhile, the calculation parameter values of the broken rock mass are continuously inverted through updating the monitoring data, so that the settlement in the tunnel construction process can be effectively predicted, the construction safety of the next stage is guaranteed, and the method has the advantages of being high in precision, convenient to operate, low in cost and the like. The method restores the real topography and geological conditions of the tunnel field, considers the influence of factors such as construction procedures and the like, can quantitatively predict the change trend of each construction stage of the shallow tunnel, can effectively reduce the construction risk of the shallow tunnel, and can also provide assistance for measure adjustment, cost control, scientific research analysis and the like in the construction process. And in the construction stage, monitoring work is carried out on the tunnel, and the calculation parameters of the numerical model are inverted by the monitoring data, and an optimal group of calculation parameters are selected in comparison, so that the settlement of the subsequent tunnel construction is predicted. And setting different early warning values according to different surrounding rock grades, and judging the construction risk in front of the tunnel.
The technology adopts a real-scene modeling and three-dimensional geological model construction technology to restore the real geological condition of the tunnel field. Based on the live-action geological model, a numerical analysis method is adopted to calculate the deformation value in the tunnel construction process. In the construction process, the calculation parameters of the numerical model are inverted along with the updating of the monitoring data. And (3) operating the corrected numerical analysis model, predicting a deformation value of the construction of the lower stage of the tunnel, and if the prediction value exceeds the limit and the prediction value allows the deviation to exceed the limit, carrying out early warning, accurately calculating the stress distribution condition of the shallow tunnel field, continuously optimizing the numerical analysis model by combining the monitoring data, and carrying out early warning in advance so as to achieve the dynamic construction control of the shallow tunnel.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application, are incorporated in and constitute a part of this specification. The drawings and their description are illustrative of the application and are not to be construed as unduly limiting the application. In the drawings:
FIG. 1 is a flow chart of a modeling method of a three-dimensional terrain model of a tunnel according to the application;
FIG. 2 is a schematic diagram of a method for modeling a three-dimensional geological model of a tunnel according to the present application;
FIG. 3 is a schematic illustration of soil layer interfaces within a tunnel field according to the present application;
FIG. 4 is a schematic diagram of a three-dimensional terrain model for a tunnel of the present application;
FIG. 5 is a schematic diagram of a three-dimensional geological model of a tunnel of the present application;
FIG. 6 is a schematic diagram of a three-dimensional solid structure model of a tunnel according to the present application;
FIG. 7 is a partial cross-sectional view of a three-dimensional numerical analysis model of a tunnel according to the present application;
FIG. 8 is a flow chart of the dynamic control method for shallow tunnel construction of the application;
FIG. 9 is a schematic diagram of the inversion of the tunnel numerical computation parameters of the present application.
Detailed Description
In order that those skilled in the art will better understand the present application, a technical solution in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in which it is apparent that the described embodiments are only some embodiments of the present application, not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the present application without making any inventive effort, shall fall within the scope of the present application.
It should be noted that the terms "first," "second," and the like in the description and the claims of the present application and the above figures are used for distinguishing between similar objects and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used may be interchanged where appropriate in order to describe the embodiments of the application herein. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
In the present application, the terms "upper", "lower", "left", "right", "front", "rear", "top", "bottom", "inner", "outer", "middle", "vertical", "horizontal", "lateral", "longitudinal" and the like indicate an azimuth or a positional relationship based on that shown in the drawings. These terms are only used to better describe the present application and its embodiments and are not intended to limit the scope of the indicated devices, elements or components to the particular orientations or to configure and operate in the particular orientations.
Also, some of the terms described above may be used to indicate other meanings in addition to orientation or positional relationships, for example, the term "upper" may also be used to indicate some sort of attachment or connection in some cases. The specific meaning of these terms in the present application will be understood by those of ordinary skill in the art according to the specific circumstances.
It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other. The application will be described in detail below with reference to the drawings in connection with embodiments.
The three-dimensional modeling software of the present application is not limited and may be selected by the skilled person, such as modeling software ContextCapture Viewer. The specific application software of the numerical analysis software or the finite element analysis software may not be limited to application software such as Midas GTS NX. The data calculation and application analysis functions of the Midas GTS NX numerical analysis software, etc. are not described in detail in this embodiment.
The technology adopts a three-dimensional terrain modeling and three-dimensional geological model construction technology of the tunnel field, and restores the real geological condition of the tunnel field. After the two models are fused to generate a three-dimensional field model for numerical analysis, each supporting structure of the tunnel is established, and finite element analysis is carried out. And calculating a deformation value in the tunnel construction process by adopting a numerical analysis method. In the construction process, the calculation parameters of the numerical model are inverted along with the updating of the monitoring data. Therefore, a three-dimensional terrain model building method of a tunnel field, a three-dimensional geological model building method of a tunnel field, a three-dimensional live-action numerical model building method of a tunnel field, a shallow tunnel construction dynamic control method and a shallow tunnel dynamic construction early warning method will be described respectively.
Example 1
And carrying out oblique photography on the terrain outside the tunnel by adopting a centimeter-level unmanned aerial vehicle, and acquiring the terrain image data of the environment outside the tunnel. In order to ensure the calculation accuracy of the numerical analysis model, the accuracy of the three-dimensional terrain model is reasonably controlled at the centimeter level.
The application also provides a method for establishing the three-dimensional terrain model of the tunnel field, which comprises the following steps:
acquiring topographic image data of the external environment of the tunnel based on unmanned aerial vehicle oblique photography technology;
importing the topographic image data of the tunnel external environment into live-action modeling software, and preprocessing to obtain a three-dimensional TIN model of a tunnel field;
and carrying out depth numerical processing on the three-dimensional TIN model according to the influence range of tunnel construction and surrounding terrain distribution conditions, converting the three-dimensional TIN model into a file format which can be imported by numerical analysis software, and generating the three-dimensional terrain model of the tunnel field in the numerical analysis software.
Firstly, planning a data acquisition range of the unmanned aerial vehicle according to the position of the exit, surveying the site situation, and determining the aerial photography height. In order to ensure the modeling precision of the later numerical analysis, the flying height is reduced as much as possible under the condition of ensuring the safety of flying equipment.
Secondly, uniformly distributing image control points on site, and acquiring the plane positions and the elevation coordinates of the image control points. And (3) planning a flight route of the unmanned aerial vehicle, and ensuring that the shooting coverage can meet the requirements of boundary conditions in numerical analysis. And (3) taking photos and images of the topography at the upper part of the tunnel from the normal incidence and the inclination angles of 4 directions by using an unmanned aerial vehicle oblique photographing technology.
Finally, after the above operations are completed, the data such as the images, the coordinate information, and the camera parameters are imported into the software, so that the obtained accurate data needs to be satisfied and the obtained accurate data needs to be kept continuous and overlapped with other images. After data is imported, repeated aerial triangulation calculation and manual penetration of control points are carried out, and the specific operation is as follows: and processing the acquired image data by using live-action modeling software, and firstly performing space three calculation on the acquired image data. Under the condition of no error in three-dimensional calculation, the high-density quantity point cloud is obtained through dense matching of the multi-view images. And after the point cloud is subjected to gridding treatment, a three-dimensional TIN model is formed. And determining the boundary range of the numerical analysis model according to the influence range of tunnel construction and surrounding terrain distribution, trimming the three-dimensional TIN model, and eliminating data outside the influence range of tunnel excavation. And converting the format of the reconstructed TIN model, extracting contour line data, converting the contour line data into a dxf format, and generating a three-dimensional terrain model of the tunnel field in numerical analysis software by using the format file.
As shown in fig. 1, the specific operation is as follows:
1. and (3) field investigation: the method is used for looking into the field to examine the local flight conditions, and the limited flight area and the dangerous area need to be avoided, so that the safety is ensured, and then the planned flight area is ensured.
2. Control point arrangement: in order to enable the live-action model to have the geographic information characteristic, a base station is arranged on site, and real-time signals are transmitted through the base station, so that more accurate position information is provided for the unmanned aerial vehicle. Meanwhile, it is necessary to lay control points on site and measure the GPS coordinates of the control points through RTKs.
3. Route planning: after the flight area is determined, parameters such as flight height, heading overlapping degree, side overlapping degree and the like of the unmanned aerial vehicle need to be formulated, the larger the overlapping degree is, the higher the photo overlapping rate is, the higher the splicing success rate and model quality are, but the larger the data size is. The course overlapping degree is at least set to 80%, the side overlapping degree is set to 60-70%, and the adjustment is carried out according to actual needs.
4. Performing the task: unmanned aerial vehicle automatic execution route flight task and shoot the image, need artificial real-time observation flight condition in the flight process, avoid the emergence of unexpected condition.
5. Deriving an image: after the unmanned aerial vehicle data acquisition is completed, the data such as images, coordinate information, camera parameters and the like are imported into the live-action modeling software ContextCapture Viewer.
6. Aerial triangulation: based on the derived data, image stitching is accomplished by aerial triangulation (hereinafter "blank three"). Before adding the control point, firstly performing one-time air three calculation, and preliminarily determining POS data of each image, including three-dimensional coordinates and air gestures.
7. The position of a control point in the image is determined by manually puncturing the point, and one control point punctures 10-20 images according to actual conditions.
8. And after the puncturing point is completed, performing space three calculation again, and correcting the position of the model by combining the constraint of the first space three achievements and the control point, thereby further improving the precision of the model.
9. After the calculation of the null three is completed, checking the null three report, and if the null three result and the control point distribution have no problem, starting the reconstruction of the model.
10. And obtaining scene information through three-dimensional operation, automatically generating a point cloud three-dimensional model through three-dimensional reconstruction, and restoring the high-quality three-dimensional model to the greatest extent. In model reconstruction, a certain setting is also required for the production of a live-action model, for example: determining a coordinate system of the model, demarcating the boundary of the model, and performing a blocking operation on the model.
11. When the shot scene is large in area, model blocking is needed, and modeling precision and efficiency are improved
12. And carrying out format conversion on the TIN model, extracting contour line data, and converting the contour line data into a (.dxf) format file.
13. And importing (dxf) a format file into numerical analysis software to generate a three-dimensional terrain model of the tunnel field.
By adopting the method, a schematic diagram of a three-dimensional terrain model of the tunnel field is established.
Example 2
As shown in fig. 2, the soil layer information of any point position in the three-dimensional space is determined by interpolation analysis of soil layer distribution by using survey drilling point data in the tunnel field.
The application also provides a method for establishing the three-dimensional geological model of the tunnel field, which comprises the following steps:
survey borehole point data within a tunnel field is collected,
calculating the spatial position relation between the point to be interpolated and surrounding soil layers of known investigation drilling points based on a preset interpolation algorithm, and obtaining the attribute similarity of the soil layers between the point to be interpolated and the surrounding soil layers;
and according to the soil layer burial depth and thickness of the drilling point, realizing interpolation calculation operation, and generating a three-dimensional geological model of the tunnel field.
Firstly, survey drilling data are interpreted, and information such as three-dimensional coordinates, soil layer thickness, soil layer elevation, soil layer type and the like of each drilling point are tidied.
Secondly, based on the algorithms such as Kerling interpolation, inverse distance weight interpolation and the like, the attribute similarity of soil layers in space is expressed according to the spatial position relation between the point to be interpolated and the soil layers adjacent to the known drilling points, namely, the geometrical distance is used for expressing the spatial similarity degree. And (3) realizing Kriging interpolation analysis according to the soil layer burial depth and the thickness of the drilling point, and generating a three-dimensional terrain model.
Finally, according to different adopted numerical analysis software, interpolation functions or secondary development software interfaces contained in the software can be selected to realize interpolation calculation operation. If different coordinate systems exist in the operation, the three-dimensional terrain model and the drilling coordinate points are subjected to the same coordinate system conversion.
The specific operation steps are as follows:
1. and (3) arranging drilling points in the tunnel field into a (. Xlsx) format file according to the drilling numbers, the x-direction coordinates, the y-direction coordinates, the soil layer type and the soil layer burial depth.
2. And changing the absolute coordinates of each drilling point into relative coordinates by referring to the origin of coordinates in the numerical analysis model.
3. And defining the well-arranged drilling information by adopting a layer assistant tool in Midas numerical analysis software.
4. And (5) operating a soil layer interpolation tool embedded in Midas to generate a soil layer interface of each soil layer.
As shown in figure 3, in order to improve the numerical analysis and calculation efficiency and facilitate the later grid cell division, a method for adjusting the burial depth of the soil layer with partial investigation points is adopted to manually simplify the soil layer interface with overlapping parts and combine the soil layers with similar mechanical properties.
Example 3
By the embodiments 1 and 2, a three-dimensional terrain model of the tunnel field and a three-dimensional geological model of the tunnel field are obtained, respectively.
In this embodiment, the two models generated in embodiment 1 and embodiment 2 are fused to generate a three-dimensional field model for numerical analysis, each supporting structure of the tunnel is built, and finite element analysis is performed.
The application also provides a method for establishing the three-dimensional live-action numerical model of the tunnel field, which comprises the following steps:
acquiring a three-dimensional terrain model generated by the three-dimensional terrain model building method of the tunnel field;
determining the depth of a three-dimensional geological model generated by the method for establishing the three-dimensional geological model of the tunnel field according to the burial depth of the tunnel, and expanding the terrain model into a three-dimensional solid model according to the depth of the three-dimensional geological model;
interpolating the solid model by the sorted drilling information to generate a three-dimensional geological model of the tunnel field;
and establishing a tunnel entity model by taking a tunnel excavation contour line as a boundary according to the coordinates of the tunnel hole route and adopting a CAD-format tunnel structure profile importing mode or a direct modeling mode in numerical analysis software.
The method comprises the following steps of establishing a three-dimensional tunnel field topography model in numerical analysis software:
a. three-dimensional topographic data in a (. Dxf) format is imported into finite element analysis software to generate a topographic surface at the upper part of the shallow tunnel;
b. determining the depth of a geological model according to the buried depth of a tunnel so as to ensure that the stress of surrounding rock can be fully released, and expanding the surface of the terrain into a three-dimensional solid model according to the depth of the geological model;
c. and interpolating to generate a three-dimensional geological model of the tunnel field according to the sorted drilling information. The method comprises the steps of carrying out a first treatment on the surface of the
d. According to the coordinates of the tunnel route, taking the tunnel excavation contour line as a boundary, and establishing a tunnel entity model by adopting a mode of importing a CAD-format tunnel structure profile or directly modeling in numerical software;
e. if the tunnel body length is shorter, the influence of the tunnel curvature can be ignored;
f. and determining calculation parameters of each structure of the tunnel, and primarily determining calculation parameters of soil layers and surrounding rocks in numerical analysis.
g. If groundwater exists in the field, the groundwater level is also required to be set;
h. and (3) applying numerical model constraint, dividing numerical grid units, setting construction analysis steps, and calculating deformation of each stage in the tunnel excavation process.
As shown in fig. 4, a topography generator tool in Midas GTS NX numerical analysis software is adopted to import a (. Dxf) format file containing contour lines, so as to generate a topography model of the upper part of the shallow tunnel in the tunnel field.
As shown in fig. 5, the terrain model is cut according to the influence range and boundary conditions of tunnel excavation. And expanding the terrain model into a three-dimensional entity model according to the tunnel construction influence depth, cutting the entity model by taking a soil layer interface as a segmentation surface, and generating a three-dimensional geological model of the tunnel field.
As shown in fig. 6, according to the coordinates of the tunnel portal, a tunnel entity model is built by taking the tunnel excavation contour line as a boundary and adopting a tunnel CAD structural section drawing importing mode. Wherein, the stock adopts truss unit, and the pipe canopy adopts beam unit, and the primary support adopts the board unit, and the second lining adopts solid unit, and the reinforcing bar net bears the weight of the effect less in the primary support, and the simulation can not consider. The grid division precision is mainly based on the distance from the tunnel, surrounding grids can be encrypted for the tunnel structural units and surrounding rock bodies, and the grid size can be enlarged for the rock-soil bodies far away from the tunnel direction.
The calculation parameters of each soil layer are preliminarily determined, and the calculation parameters such as the weight, the elastic modulus, the internal friction angle, the cohesive force, the floating weight, the poisson ratio and the like of each soil layer in a field are preliminarily determined by adopting a mole-coulomb structure model through relevant files such as investigation, design and the like and combining the surrounding rock condition of the field.
The tunnel structure units can be simplified into an elastic model, and calculation parameters are determined according to corresponding materials.
As shown in figure 7, after the operation is performed and a final three-dimensional tunnel numerical analysis model is generated, model boundary constraint is applied, and cell grids are divided.
And (3) according to the design file, setting analysis steps of construction procedures such as tunnel excavation, advanced reinforcement, primary support, secondary lining and the like, and then operating a numerical analysis model. The tunnel excavation procedure is guaranteed to be consistent with site construction, and subsequent inversion calculation of parameters is facilitated.
Example 4
And simulating and outputting deformation calculated values of each stage in the tunnel excavation process by adopting the three-dimensional live-action numerical model established in the embodiment 3, and comparing the deformation calculated values with actual monitoring values for construction.
The application also provides a dynamic control method for shallow tunnel construction, which comprises the following steps:
acquiring monitoring data of a shallow tunnel construction site;
obtaining the numerical value calculation result obtained by the numerical value analysis calculation;
comparing and analyzing the monitoring data with the numerical calculation result, extracting a tunnel deformation calculation value under the condition of the same construction progress as the site, and manufacturing an excavation length-tunnel deformation trend curve:
if the numerical calculation result is relatively close to the deformation trend curve which is actually monitored, taking the calculation working condition as a prediction model of the subsequent tunnel construction, and taking the numerical calculation result as a prediction value of the subsequent tunnel construction;
if the difference between the numerical calculation result and the actual monitoring is large, combining the broken condition of the excavated face surrounding rock, carrying out reduction or amplification on the calculation parameters, resetting a plurality of groups of calculation parameters until the fitting allowable error of the numerical calculation result and the monitoring trend curve is met, and taking the numerical calculation result under the working condition as a predicted value of a shallow buried section of a subsequent tunnel; and verifying the subsequent monitoring points, and repeating the calculation parameter inversion work if the deviation occurs.
As shown in fig. 8, the numerical calculation result output by the numerical analysis model is compared with the construction site monitoring data. In the case, elastic modulus E=0.2 Gpa, 0.25Gpa, 0.3Gpa, 0.5Gpa and 1.0Gpa are respectively calculated, monitoring data of vault settlement is taken as an example, and vault vertical displacement under the condition of the same construction progress as the scene is extracted to manufacture a displacement curve of excavation length-vault settlement.
And taking K62+550 and K62+56 tunnel vault settlement monitoring points in the attached figure 6 as inversion points, verifying the K62+570 tunnel vault settlement monitoring points, and repeating inversion work if deviation occurs.
When the elastic modulus of the surrounding rock is 0.2Gpa, the calculation result is better fitted with the monitoring value, and the numerical calculation result under the working condition is used as the predicted value of the shallow buried section of the subsequent tunnel.
Therefore, the monitoring work can be carried out on the tunnel in the construction stage, and the calculation parameters of the numerical model are inverted by the monitoring data, so that the settlement of the subsequent tunnel construction can be predicted by comparing and selecting an optimal set of calculation parameters.
Example 5
And (3) combining the calculated value of the deformation of the numerical model in the embodiment 4, continuously optimizing the numerical analysis model by combining the monitoring data, and early warning in advance. And setting different early warning values according to different surrounding rock grades, and judging the construction risk in front of the tunnel.
The application also provides a shallow tunnel dynamic construction early warning method based on the shallow tunnel construction dynamic control method, which comprises the following steps:
setting a tunnel deformation predicted value alarm threshold, calculating a deviation alarm threshold and a tunnel deformation monitoring threshold;
in the subsequent construction, when the calculated value of the deformation of the inverted numerical model exceeds the alarm threshold value of the predicted value of the deformation of the tunnel, early warning is carried out in advance, the reason is analyzed, and whether reinforcing measures are needed or not is judged;
in the follow-up construction, when the deviation between the monitored value and the calculated value in the current stage exceeds a calculated deviation alarm threshold, early warning and analyzing reasons and adjusting a calculation model;
in the follow-up construction, when the monitoring value of the current stage exceeds the tunnel deformation monitoring threshold value, alarming is carried out, and the alarming reason is analyzed.
The specific values of the tunnel deformation predicted value alarm threshold, the calculated deviation alarm threshold and the tunnel deformation monitoring threshold are designed by a designer, and the embodiment is not limited.
The above description is only of the preferred embodiments of the present application and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (7)
1. The method for establishing the three-dimensional terrain model of the tunnel field is characterized by comprising the following steps of:
acquiring topographic image data of the external environment of the tunnel based on unmanned aerial vehicle oblique photography technology;
importing the topographic image data of the tunnel external environment into live-action modeling software, and performing point cloud data processing to obtain a three-dimensional TIN model of a tunnel field, wherein the method comprises the following steps:
presetting live-action modeling software;
importing the topographic image data of the tunnel external environment into live-action modeling software, processing the topographic image data by using the live-action modeling software, and performing multiple aerial triangulation calculation;
under the condition of no error of aerial triangulation calculation, high-density point clouds are obtained through dense matching of multi-view images, and a three-dimensional TIN model is formed after gridding treatment is carried out on the point clouds;
according to the influence range of tunnel construction and surrounding terrain distribution conditions, carrying out depth numerical processing on the three-dimensional TIN model, converting the depth numerical processing into a file format which can be imported by numerical analysis software, and generating the three-dimensional terrain model of the tunnel field in the numerical analysis software, wherein the method comprises the following steps:
determining a boundary range of a numerical analysis model according to the influence range of tunnel construction and surrounding terrain distribution;
trimming the three-dimensional TIN model by adopting the boundary range, removing data outside the tunnel excavation influence range, and reconstructing the three-dimensional TIN model;
the three-dimensional TIN model after reconstruction is subjected to format conversion, and is converted into a dxf format file after contour line data are extracted, so that a numerical analysis model is conveniently established; and generating a three-dimensional terrain model of the tunnel field in the numerical analysis software in the format file.
2. The method for building the three-dimensional terrain model of the tunnel field according to claim 1, wherein acquiring the terrain image data of the tunnel external environment based on the unmanned aerial vehicle oblique photography technique comprises:
according to the position of the tunnel, the site situation is surveyed, the unmanned aerial vehicle data acquisition range is planned, and the aerial photography height is determined;
laying image control points and obtaining the plane positions and elevation coordinates of the image control points;
planning an unmanned aerial vehicle flight route, and ensuring that shooting coverage can meet the requirements of boundary conditions in numerical analysis;
and (3) utilizing an unmanned aerial vehicle oblique photography technology to shoot a photo image of the topography at the upper part of the tunnel from the orthographic angles and the inclination angles of the four directions, and obtaining the topography image data of the external environment of the tunnel.
3. A method for establishing a three-dimensional geological model of a tunnel field is characterized by comprising the following steps:
survey borehole point data within a tunnel field is collected,
calculating the spatial position relation between the point to be interpolated and surrounding soil layers of known investigation drilling points based on a preset interpolation algorithm, and obtaining the attribute similarity of the soil layers between the point to be interpolated and the surrounding soil layers;
according to the soil layer burial depth and thickness of the drilling point, realizing interpolation calculation operation to generate a three-dimensional geological model of the tunnel field, comprising:
arranging drilling points in a tunnel field into an xlsx format file according to drilling numbers, x-direction coordinates, y-direction coordinates, soil layer types and soil layer burial depths;
changing absolute coordinates of all drilling points into relative coordinates by referring to a coordinate origin in the numerical analysis model;
adopting a layer assistant tool in Midas numerical analysis software to define well-organized drilling information;
and (3) operating a soil layer interpolation tool embedded in Midas to generate a soil layer interface of each soil layer, so as to determine the soil layer information of any point position in the three-dimensional space.
4. The method for establishing the three-dimensional live-action numerical model of the tunnel field is characterized by comprising the following steps of:
acquiring the three-dimensional terrain model generated by the three-dimensional terrain model building method of the tunnel field according to any one of claims 1-2;
according to the buried depth of the tunnel, expanding the three-dimensional terrain model into a three-dimensional entity model according to the influence depth of tunnel construction;
interpolating the solid model by the sorted drilling information to generate a three-dimensional geological model of the tunnel field;
and establishing a tunnel entity model by taking a tunnel excavation contour line as a boundary according to the coordinates of the tunnel hole route and adopting a CAD-format tunnel structure profile importing mode or a direct modeling mode in numerical analysis software.
5. The method for building a three-dimensional realistic numerical model of a tunnel field of claim 4, further comprising the steps of:
determining calculation parameters of each structure of the tunnel, preliminarily determining calculation parameters of each soil layer in numerical analysis, and generating a final three-dimensional tunnel numerical analysis model;
applying numerical model constraint to the three-dimensional tunnel numerical analysis model, and dividing numerical grid units;
according to a preset design file, setting a construction analysis step, running a numerical analysis model, and calculating deformation calculated values of each stage in the tunnel excavation process.
6. The dynamic control method for the shallow tunnel construction is characterized by comprising the following steps of:
acquiring monitoring data of a shallow tunnel construction site;
obtaining deformation calculated values of each stage of the tunnel excavation process obtained by carrying out numerical analysis calculation in claim 5;
comparing and analyzing the monitoring data with the numerical calculation result, extracting a tunnel deformation calculation value under the condition of the same construction progress as the site, and manufacturing an excavation length-tunnel deformation trend curve:
if the numerical calculation result is relatively close to the deformation trend curve which is actually monitored, taking the calculation working condition as a prediction model of the subsequent tunnel construction, and taking the numerical calculation result as a prediction value of the subsequent tunnel construction;
if the difference between the numerical calculation result and the actual monitoring is large, combining the broken condition of the excavated face surrounding rock, carrying out reduction or amplification on the calculation parameters, resetting a plurality of groups of calculation parameters until the fitting allowable error of the numerical calculation result and the monitoring trend curve is met, and taking the numerical calculation result under the working condition as a predicted value of a shallow buried section of a subsequent tunnel; and verifying the subsequent monitoring points, and repeating the calculation parameter inversion work if the deviation occurs.
7. A shallow tunnel dynamic construction early warning method based on the shallow tunnel construction dynamic control method as claimed in claim 6, characterized by comprising the following steps:
setting a tunnel deformation predicted value alarm threshold, calculating a deviation alarm threshold and a tunnel deformation monitoring threshold;
when the calculated value of the deformation of the inverted numerical model exceeds the alarm threshold value of the predicted value of the deformation of the tunnel, early warning is carried out in advance, the reason is analyzed, and whether reinforcing measures are needed or not is judged;
when the deviation between the monitored value and the calculated value in the current stage exceeds a calculated deviation alarm threshold, early warning and analyzing reasons, and adjusting a calculation model;
and alarming when the monitoring value at the current stage exceeds the tunnel deformation monitoring threshold value, and analyzing an alarming reason.
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| CN117152342A (en) * | 2023-06-05 | 2023-12-01 | 中铁十一局集团有限公司 | Real-time geological data intelligent sensing method and related equipment |
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